JP2007284914A - Rigid-connecting structure of steel girder and pile - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a rigid-connecting section structure improving durability, workability and strength. <P>SOLUTION: A steel-shell body structure rigidly connects a steel girder 30 as an upper building-structure member and a pile (40) as a lower building-structure member. In the steel-shell body structure, a steel shell body 50 is formed in a sealed hexagon, and has the steel shell body in a sealed hexagonal space with a hole having an inserted pile (40) in an underside. In the steel-shell body structure, the upper section of the pile (40) is penetrated into the hole in the steel shell body 50, the end section of the steel girder 30 is inserted to the steel shell body 50 and a space section in at least the steel-shell body is filled with concrete 60. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

  The present invention relates to a steel shell structure for connecting a steel girder that is an upper civil engineering / building structure member and a pile that is a lower civil engineering / building structure member. In particular, a rigid structure of a steel girder and a pile, suitable for use in a rigid connection part of a composite rigid frame bridge, an abutment and a pier that are joined to a steel girder in the rigid connection structure, and a composite rigid frame bridge including the abutment and the pier Further, the present invention relates to a method for rigidly connecting a steel girder and a pile to realize the rigidly connected portion structure.

  Here, the lower civil engineering / building structure member refers to lower (foundation) civil engineering / building structure members such as piles and footings among members constituting the civil engineering / building structure. The upper civil engineering / building structure member is a member constituting the upper building of the civil engineering / building structure, and excludes lower (foundation) civil engineering / building structure members such as piles and footings.

  A conventional structure of rigidly connecting a steel structure such as a girder and a pile foundation structure to a conventional frame such as an abutment is a steel slab with a reinforced concrete (RC) structure 14 as the conventional structure 1 illustrated in FIG. A steel structure such as a main girder 10 such as a girder or I-girder is provided with a slip stopper (for example, including a stud gibber (including a perforated steel plate jibel (PBL))) for a bonding action with concrete, and a steel pipe pile 12 The head portion of the pile foundation made of, for example, had a rigid connection structure using a reinforced concrete structure 16 that behaves as a rigid body, and the head of the steel pipe pile 12 was inserted into the reinforced concrete structure 16. In the figure, 18 is a reinforcing bar in the RC structure.

  Further, in the related art 2 described in FIG. 7 of Patent Document 1 and FIG. 1 of Patent Document 2, a box-shaped cross beam 22 is attached to the main beam 10 as shown in FIG. The cross beam 22 includes an upper flange (upper plate) 22A (= the upper flange 10A of the main beam 10), a web plate (front and rear plates) 22B of the horizontal beam 22, and a diaphragm (left and right side plates) of the horizontal beam 22 (= main beam). 10 web 10B), a steel shell composed of the lower flange (lower plate) 22C (= the lower flange 10C of the main girder 10) of the cross beam 22, and the head of the steel pipe pile 12 is inserted into the steel shell. The steel pipe pile 12 is connected by filling the shell with concrete 24. Here, the steel pipe 12 side is synthesized with the filled concrete 24 and a ring dowel. In addition, the lower flange 22C side should just be a member as a concrete formwork, and is not a sealing structure. In particular, in Patent Document 2, the upper flange 10A side of the I-type main beam 10 is opened so as not to be sealed. In the figure, 26 is an RC floor slab disposed on the main beam 10.

  Moreover, in the prior art 3 described in FIG. 6 of Patent Document 2, as shown in FIG. 21, a pillow beam steel shell (a steel shell box structure having an open top surface) 28 having a structure different from that of the main girder 10 is provided below the main girder 10. It is installed in. The pillow beam steel shell 28 has a five-sided box structure including a web plate (front and rear plates) 28A for supporting the main girder 10, a diaphragm (left and right plates) 28B, and a lower flange (lower plate) 28C. In the figure, 10D is a cross beam for a main beam 10 for a pillow beam. Here, the main girder steel shells are not joined to each other, and the pillow beam steel shells 28 and the main girder steel shells are connected through the filling concrete 24 by a binding material (such as the gibber 11) arranged on the main girder side. Therefore, a binding material such as the gibber 11 is an essential structure. The head portion of the steel pipe pile 12 is inserted into a pillow beam steel shell 28, and concrete 24 is filled in the steel shell. The steel pipe 12 side is composed of filled concrete 24 and a ring gibber or a perforated steel plate gibber in which a hole is made directly in the steel pipe 12.

  Further, in Fig. 11.1.3 of Non-Patent Document 1, the legs are RC structures and the steel shell is extended downward from the main girder, and a synthetic mechanism is disposed on this to rigidly connect the main girder and the legs. Prior art 4 which is not a sealed structure is described.

  Further, as similar to the present invention, there is the prior art 5 of the sandwich structure of steel and concrete described in Non-Patent Document 2. This is also a steel shell hexahedron structure having filled concrete as in the present invention, and the advantage of the sealed structure has been used as a structural member so far. Until now, the steel shell hexahedron structure has been used as a single structure, for example, as a floor slab segment or a tunnel lining segment. In other words, the structure is not used as a structure for integrating the members, and an external force acts from the outer surface of the steel shell hexahedron structure, and the external force is supported by a part of the steel shell hexahedron structure.

Japanese Patent Laying-Open No. 2005-139613 (FIG. 7) JP 2003-313815 A (FIGS. 1 and 6) Japan Society of Civil Engineers "Theory and Design of Steel / Concrete Composite Structure (1) Basics: Theory" pages 173-175 Tamon Ueda et al. "Steel Concrete Sandwich Structure" Concrete Engineering Vol.30, No.5 (May 1992) 5-20

  However, in the prior arts 1 to 4, since the main structure is not sealed, the sealing effect cannot be expected, the deformation is large, and the proof stress is low. In addition, a gibber or the like must be provided on the main girder structure side for connection. In particular, in the prior art 1, since the joint portion is an RC structure, the deformation becomes large, and in order to obtain a sufficient deterioration in durability due to cracks in the rigid joint portion and sufficient proof strength, the reinforcing bars must be densely arranged inside. In addition, since the reinforcing bars cross with other steel materials, it is impossible to avoid deterioration of workability and proof stress. Furthermore, a formwork is required at the time of construction. In addition, the volume increases. Also in the prior arts 2 and 3, some reinforcing bars are required, and some formwork is required. Furthermore, a synthesis mechanism is also required. In the prior art 3, the steel piles are further arranged between the main girders, and there is a problem that the mutual arrangement is not optional.

  Further, even in the prior art 5 having the sandwich structure, the effect is limited because it is not completely sealed.

  The present invention has been made to solve the above-mentioned conventional problems, and an object of the present invention is to provide a rigid connection structure having improved durability, workability, and proof stress.

  The present invention is a steel shell structure for rigidly connecting a steel girder that is an upper building structure member and a pile that is a lower building structure member, wherein the steel shell body is a sealed hexahedron, and the pile is provided on a lower surface. It has a steel shell body in a sealed six-sided space with a hole to be inserted, the upper part of the pile penetrates into the hole, the steel shell body is integrated with the steel girder, and at least the space inside the steel shell body The above-mentioned problem is solved by a rigid structure of steel girders and piles, characterized in that the part is filled with concrete.

  Here, that the steel shell body is integrated with the steel girder includes a case where the steel shell and a part of the steel girder are shared as a part of the form in which the steel girder is inserted into the steel shell body.

  In the present invention, a part of the upper surface of the sealed six-sided space is made the same as the upper surface of the steel girder, and the upper surface of the sealed six-sided space is integrated with the upper surface of the steel girder.

  Further, the steel girder is inserted into the steel shell body with the upper surface of the steel girder being integrated with the upper surface of the steel shell body, and the end of the steel girder is joined to the vertical surface of the steel shell body.

  Further, the width orthogonal to the bridge axis and the width in the direction of the bridge axis of the sealed six-face space are set to be approximately the same as the girder height of the steel girder.

  The present invention also provides an abutment or a pier characterized by being joined to a steel girder with the above-described rigid connection structure.

  The present invention also provides a composite ramen bridge comprising the abutment or pier.

  The present invention is also a method for rigidly connecting a steel girder and a pile, wherein the upper surface of the steel shell body in a sealed six-sided space is integrated with the upper surface of the steel girder, and the upper portion of the pile is provided on the lower surface of the steel shell body. The steel girder is inserted into the steel shell body, the end of the steel girder is joined to the vertical surface of the steel shell body, and at least the space inside the steel shell body is filled with concrete. The present invention provides a method for rigidly connecting steel girders and piles.

  The basic structural elements of the present invention include a steel girder 30 shown in FIG. 1, a pile (steel pile) 40 made of, for example, a steel pipe, and a sealed steel shell hexahedron (hereinafter referred to as a steel shell or 2), and concrete 60 filled in the hexahedron 50. The sealed steel shell hexahedron 50 and the concrete 60 filled in the hexahedron 50 make the steel girder 30 and steel as shown in FIG. It features a structure in which piles 40 are combined and integrated.

  The present invention is a coupling structure that transmits the cross-sectional force of each of the steel girder 30 and the steel pile 40, and it is desirable that the cross-sectional force can be transmitted even to the plastic region or the fracture region of the steel girder 30 or the steel pile 40.

  In the present invention, since the concrete 60 is filled in the sealed steel shell hexahedron 50, a formwork only for filling concrete is not required, which is advantageous in construction.

  The transmission path of the cross-sectional force is: overlay load-steel girder 30-sealed steel shell hexahedron 50-concrete 60 filled in the hexahedron 50-steel pile 40-foundation ground. However, some of the cross-sectional force may flow directly from the steel girder 30 to the concrete 60 filled in the sealed steel shell hexahedron 50. In this case, the transmission path is within the steel girder 30-sealed steel shell hexahedron 50. It becomes concrete 60-steel pile 40-foundation ground filled in.

In the method of joining the steel beam 30 and the sealed steel shell hexahedron 50 shown in FIG.
(1) A structure in which a part of the steel girder 30 is a common member with a part of the sealed steel shell hexahedron 50 and the other part is welded or high-strength bolted. (2) The steel girder 30 and the sealed steel shell hexahedron Reference numeral 50 denotes an independent structure, which may be a welded joint or a high-strength bolted joint.

  In the case of a steel deck girder, it is reasonable that the coupling method (1) is adopted, and the common members are a deck plate (for example, a top plate of the sealed steel shell hexahedron 50) and a web plate (of the sealed steel shell hexahedron 50). Side plate).

  The sealed steel shell hexahedron 50 and the steel girder 30 are integrated by welding or the like. At this time, the size (height h, length b, depth width d) of each surface of the sealed steel shell hexahedron 50 shown in FIG. 4 and the steel plate thickness t of each surface transmit a given cross-sectional force. It must be large and thick enough. Further, it is necessary to have a steel plate thickness t that can sufficiently withstand the casting pressure of the filled concrete 60.

  Further, the connection between the sealed steel shell hexahedron 50 and the steel pile 40 through the filled concrete 60 forms the basis of the present invention. That is, as shown in FIG. 5, the sealed steel shell hexahedron 50 and the steel pile 40 are integrated with the concrete 60 filled in the steel shell hexahedron 50 having a sealed structure and the sealing property of the sealed steel shell hexahedron 50. . At this time, the embedding length hp (see FIG. 5) of the steel pile 40 shown in FIG. 6 must be large enough to transmit the given cross-sectional force, and between the filling concrete 60 and the steel pile 40 Designed in relationship. In the case where there is a pulling force as the cross-sectional force, a synthetic mechanism body or the like can be disposed on the steel pipe (40) in order to increase the apparent adhesion force between the filling concrete 60 and the steel pile 40.

  The size h, b, d of each surface of the sealed steel shell hexahedron 50, the constituent thickness t of each surface, and the strength of the welded joint on each surface are relative to the cross-sectional force transmitted by the filled concrete 60. To have sufficient size, thickness and strength.

  In the present invention, a steel pile 40 is inserted into the steel shell hexahedron structure (50), and the advantages of the steel shell hexahedron structure and the steel pile are utilized by utilizing the advantage of the sealed steel shell hexahedron structure having the filled concrete 60. (Section force) is transmitted. At this time, as described above, since the steel shell hexahedron structure is coupled to the bridge girder, the external force received by the bridge girder is transmitted to the steel pile as the basic structure through the steel shell hexahedron structure. The advantage of the sealed structure is that the steel shell hexahedron structure surrounding the filled concrete is three-dimensionally constrained when a cross-sectional force is applied from a steel pile inserted into the steel shell hexahedral structure with the filled concrete. Because of the structure, the strength that the filled concrete normally has is increased, and the larger cross-sectional force of the steel pile can be transmitted to the steel shell hexahedral structure without breaking. Moreover, the rigidity which restrains a steel pile increases similarly by restraint of a hexahedron structure, and the deformation | transformation of a steel pile can be restrained low with respect to the cross-sectional force of the same steel pile. Therefore, it can be transferred to the steel shell hexahedron structure without impairing the cross-sectional performance of the steel pile.

  That is, as shown in FIG. 7, the filled concrete 60 in the portion A receives a compressive force, but the concrete sealed by the steel shell (50) exhibits a three-dimensional effect and does not break, and apparently appears to be an insulator. Act as a fulcrum.

  On the other hand, the filled concrete 60 in part B apparently receives a compressive force from the action of the insulator, but the concrete does not break down due to the three-dimensional effect sealed by the steel shell (50), and exhibits a high cross-sectional force transmission capability. To do.

  In the present invention, the entire outside of the joint with the main girder is covered with steel plate and filled with concrete, so there is no need to use a separate stopper. Furthermore, since all the outside of the steel shell other than the anti-head insertion opening is covered with the steel plate, it acts as a reinforcing bar for the concrete by restraint by the steel shell, and the filled concrete may not have a reinforcing bar. Covering with steel plate enhances the restraining effect on the filled concrete and eliminates the need for jointing materials such as slip stoppers. Furthermore, material deterioration caused by cracks in the concrete is also reduced because the steel shell is covered, and the durability of the structure is greatly improved. Moreover, since the role of the formwork for filling concrete is also fulfilled, the formwork becomes unnecessary and the field work is reduced. Furthermore, since a reinforcing bar or slip stopper is not required, the structure volume is also reduced.

  Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.

  In the present embodiment, as shown in FIG. 2, for example, a main girder 30 composed of a steel deck slab whose upper flange is a steel deck slab 32, a steel pile 40, and a steel shell hexahedron filled with concrete 60 inside. It is rigidly bonded with a structure (also referred to as a steel shell) 50.

  The main girder 30 is a part of the steel shell body 50. A steel shell box 52 is also formed below the main girder 30 and is integrated with the main girder 30 to form a steel shell structure. Thus, the core position of the main girder 30 and the position of the steel pile 40 can be independently arranged by configuring the steel shell box 52 also under the main girder 30. The main girder 30 may be a steel floor slab girder, an I girder, or a composite floor slab girder.

  The steel shell 50 includes an upper plate made of a steel deck 32 of the main girder 30, upper front and rear plates 34 and 35 that become the cross beams of the main girder 30, a front plate 54 of the lower steel shell box 52, and Six sides composed of lower front and rear plates made of a back plate 55, left and right side plates made of a web 36 of a main girder 30 and a diaphragm 56 of a steel shell box 52, and a lower plate made of a floor plate 58 of the steel shell box 52. Has a sealed structure.

  The side plate of the steel shell box 53 is generally a diaphragm 56 arranged immediately below the web of the main girder 30, but the web and the diaphragm do not necessarily coincide with each other, and the side plate is made independent to form a steel shell box. It is also possible to do. In this case, a diaphragm is erected at a position unrelated to the main girder web to form a side plate of the steel shell.

  The head of the steel pile 40 is inserted into a steel shell box 52 and the steel shell 50 is filled with concrete 60. At this time, the steel shell 50 and the filled concrete 60 are connected by the blocking action of the six surfaces of the steel shell without providing an active synthetic material such as a diver. On the other hand, the steel pile 40 side can be combined with the filled concrete 60 with a synthetic material (for example, a diver) as required.

  Next, a method for designing a concrete-filled steel shell will be described.

  The standard design method of concrete filled steel shell structure has not been established. Therefore, a cross-sectional dimension and the like are designed from an appropriate model to be approximated using an existing design method. In the following, an example of a design method will be briefly shown by taking the case where the steel deck slab is the main girder as an example.

・ Design of upper plate and diaphragm (side plate) From the cross section of the steel deck slab determined by the design of the superstructure, the upper plate of the steel shell should extend the thickness of the steel deck deck considering the cross-sectional force transmission. Good. The diaphragm (side plate) should be placed directly under the main girder in consideration of reliably transmitting the cross-sectional force from the main girder, and the plate thickness should be equal to or greater than the main girder web plate thickness. .

-Design of front plate and back plate a. Using the cross-sectional force generated at the rigid connection obtained by the solid frame calculation, the steel material is regarded as a reinforcing bar and designed as an RC member (at the time of design load).
b. As a four-sided fixed plate with vertical and horizontal ribs fixed at the main girder web (diaphragm), top plate or main girder lower flange, and bottom plate, using the maximum value of the fresh concrete side pressure against the fresh concrete side pressure during construction. Design (at the time of temporary installation).
c. When there are vertical ribs or horizontal ribs, holes may be formed in these ribs in order to use them additionally in the hope of increasing the rigidity of the hexagonal steel shell. In addition, it is possible to actively use a perforated steel plate diver (PBL) to suppress deformation of the rigid joint.

-Bottom plate design a. The cross section is designed (at the time of design load), assuming that the resultant force of horizontal bearing stress generated at the pile head joint acts on the bottom plate.
b. Designed as a four-sided fixed plate with vertical and horizontal ribs fixed to the side plate, front plate and back plate against the vertical pressure of fresh concrete (temporary).

  FIG. 8 shows Example 1 when the main girder structure is a steel deck slab.

  In the first embodiment, the main girder cross beam and the front plate 54 and the rear plate 55 of the steel shell box are made of the same steel plate, and one steel pile 40 is arranged between the webs 36 of all the main girders 30 one by one. Has been.

  In the second embodiment, as shown in FIG. 9, the steel piles 40 are disposed between the webs 36 of the predetermined main beam 30. The other points are the same as in the first embodiment.

  In the third embodiment, as shown in FIG. 10, the steel pile 40 overlaps with the position of the main girder 30, and thus a part of the side plate 56 is notched. By doing in this way, regardless of the space | interval d of the main beam 30, the steel pile 40 can be arrange | positioned by the desired space | interval l in arbitrary positions.

As shown in FIG. 11, when the distance d ₀ between the main girders 30 is larger than the height h and the width b forming the steel shell 50, as in the fourth embodiment, the main gird 30 and the main gird 30 In the meantime, a side plate (diaphragm) 57 different from the web 36 of the main beam 30 can be received.

  In the drawing, in order to escape the head of the steel pile 40, the lower side of the side plate 57 is cut away. However, if the side plate 57 and the steel pile 40 do not interfere with each other, the cutout is not necessary.

  As shown in FIG. 12, in the case where the steel piles 40 are arranged between the main girders 30 and the main girders 30 and the number of the steel piles 40 is less than the number of main girder intervals, as in Example 5, The sealed steel shell 50 may not be continuously formed, but may be provided only where the head of the steel pile 40 is inserted as discontinuous.

  As in the sixth embodiment shown in FIG. 13, the bottom plate 58 of the sealed steel shell 50 is placed at the position of the lower flange 38 of the main girder 30 without providing the steel shell box under the main girder lower flange 38. It is also possible to form the sealed steel shell 50 by supplementing a part of 38.

  FIG. 14 shows a seventh embodiment in which the main girder structure is the I girder 70.

  FIG. 15 shows an eighth embodiment when the main girder structure is a composite floor slab girder 80.

  FIG. 16 shows a ninth embodiment provided with an abutment 90 having a rigid structure according to the present invention.

  FIG. 17 shows a tenth embodiment of a simple rigid frame bridge integrated with upper and lower parts, in which the main girder 30 and the abutment 90 having a rigid connection structure according to the present invention are employed.

  FIG. 18 shows an eleventh embodiment of an integrated upper and lower unit continuous rigid frame bridge employing the main girder 30 and the abutment 90 having a rigid connection structure according to the present invention.

  According to Examples 10 and 11, the main girder 30 is rigidly connected to the concrete-filled steel shell structure (90), thereby reducing the girder height and further penetrating the foundation pile 40 from the lower part of the concrete-filled steel pipe structure (90). By integrating them, the earthquake resistance can be improved.

  The present invention relates to an abutment, a pier, a rigid connection part with a steel structure such as a girder and a beam, and a rigid connection part with a pile foundation such as a steel pipe pile. It can be used for civil engineering and building structures in general.

Exploded view showing basic components of the present invention 1A is a perspective view and FIG. 1B is a cross-sectional view illustrating a configuration of an embodiment of the present invention. Sectional drawing which shows typically the joining state of the steel shell and steel girder by this invention Sectional view showing the shape of the steel shell Similarly, a sectional view schematically showing the connection between the steel shell and steel pile Sectional view showing the shape of steel piles Cross-sectional view showing the advantage of sealed structure The perspective view which notched a part which shows Example 1 of this invention The perspective view which notched the part which shows Example 2 similarly. The perspective view which notched the part which shows Example 3 similarly. The perspective view which notched the part which shows Example 4 similarly. The perspective view which notched the part which shows Example 5 similarly. The perspective view which notched a part which shows Example 6 similarly. The perspective view which notched a part which shows Example 7 similarly The perspective view which notched the part which shows Example 8 similarly. The perspective view which notched a part which shows Example 9 similarly. The schematic diagram which similarly shows the whole structure of Example 10. The schematic diagram which similarly shows the whole structure of Example 11. Sectional drawing which shows the principal part structure of the prior art 1 Sectional drawing which shows the principal part structure of the prior art 2 Sectional drawing which shows the principal part structure of the prior art 3

Explanation of symbols

26 ... RC slab 30 ... Main girder 32 ... Steel slab 40 ... Steel pile 50 ... Sealed steel shell hexahedron 60 ... Filled concrete 70 ... I girder 80 ... Synthetic slab girder 90 ... Abutment

Claims (8)

A steel shell structure that rigidly connects a steel girder that is an upper civil engineering / building structure member and a pile that is a lower civil engineering / building structure member,
The steel shell is a sealed hexahedron, having a steel shell of a sealed hexahedral space with a hole through which the pile is inserted on the lower surface,
The upper part of the pile penetrates into the hole,
The steel shell is integrated with the steel girder,
A rigid connection structure of steel girders and piles, wherein at least a space inside the steel shell is filled with concrete.   The steel girder and pile rigid connection structure according to claim 1, wherein a part of the upper surface of the sealed six-faced space is made the same as the upper surface of the steel girder.   The steel girder is inserted into the steel shell body with the upper surface of the steel girder being integrated with the upper surface of the steel shell body, and the end of the steel girder is joined to the vertical surface of the steel shell body. The rigid connection structure of the steel girder and pile according to claim 1 or 2.   The steel girder and pile according to any one of claims 1 to 3, wherein a width perpendicular to the bridge axis and a width in the bridge axis direction of the sealed six-face space are approximately the same as a girder height of the steel girder. Rigid structure.   An abutment characterized by being joined to a steel girder by the rigid structure according to any one of claims 1 to 4.   A bridge pier characterized by being joined to a steel girder in the rigid structure according to any one of claims 1 to 4.   A composite ramen bridge comprising the abutment according to claim 5 or the pier according to claim 6. A method of rigidly connecting steel girders and piles,
The upper surface of the steel shell in the sealed six-sided space is integrated with the upper surface of the steel girder,
By passing the upper part of the pile through a hole provided in the lower surface of the steel shell, it is inserted into the steel shell,
After joining the end of the steel girder with the vertical surface of the steel shell,
A method for rigidly connecting steel girders and piles, wherein at least the space inside the steel shell is filled with concrete.